Causes And Circumstances Of Red Mud Reservoir Dam Failure In 2010 At Mal Zrt Factory Site In Ajka, Hungary,
2013
FUGRO Consult Ltd., Hungary
Causes And Circumstances Of Red Mud Reservoir Dam Failure In 2010 At Mal Zrt Factory Site In Ajka, Hungary, David Turi, Jozsef Pusztai, Istvan Nyari
International Conference on Case Histories in Geotechnical Engineering
The red mud reservoir failure in Ajka, Hungary has claimed 10 lives and cost millions of dollars in damages. Immediately after emergency measures investigations started to shed light on causes and circumstances. The authors performed an extensive desktop study of about 20 thousand pages reaching back to the 1970s, when the facility has been designed. Beside this study the dam and its area have gone through series of site investigations, from drilling to CPTu testing and laboratory testing. The information so collected resulted in the following conclusion. Contributing factors to this substantial dam failure included poor siting of the facility, …
Exploration, Deconstruction, And Repair Of A Distressed Mse Retaining Wall In Saint Paul, Minnesota,
2013
American Engineering Testing, Inc., St. Paul, MN
Exploration, Deconstruction, And Repair Of A Distressed Mse Retaining Wall In Saint Paul, Minnesota, Joseph G. Bentler
International Conference on Case Histories in Geotechnical Engineering
A 225-ft long, 11-ft high MSE retaining wall was constructed in fall 2008 around the lowest corner of a parking lot at a community college. The wall provided grade separation between the higher parking lot and the green areas below. No geotechnical exploration was performed for the wall, although one had been performed for building additions elsewhere on campus, and density testing was performed periodically during MSE wall construction. The following spring, pavement had subsided up to a foot near two catch basins located several feet behind the retaining wall facing. Cracks in the pavement opened adjacent to the catch …
Failure Investigation And Restoration Of Two Cellular Sheetpile Structures,
2013
AECOM, New York, NY
Failure Investigation And Restoration Of Two Cellular Sheetpile Structures, Frank M. Clemente
International Conference on Case Histories in Geotechnical Engineering
The Trainer - Delco Tap - Mickleton 220-38 kilo-volt transmission lines are carried across the Delaware River by two 332-foot high steel latticed towers each founded on a man-made foundation island structure. Each island structure is comprised of four interconnected cellular sheetpile structures. One island, suffered a severe partial failure due to long-term scour in the Delaware River, near Chester, Pennsylvania. The other island exhibited early symptoms of potential failure, also due to scour. The client was the Philadelphia Electric Company, now known as PECO, acting on behalf of the owner, the Atlantic Electric Company (AECO). The author served as …
Failure Of Embankment On Soil-Cement Columns For Thi Vai Port, Vietnam,
2013
Thu Dau Mot University Binh Duong, Vietnam
Failure Of Embankment On Soil-Cement Columns For Thi Vai Port, Vietnam, Nguyen Minh Hai, Bengt H. Fellenius
International Conference on Case Histories in Geotechnical Engineering
The Thi Vai Container Port is constructed on reclaimed ground along the Thi Vai River in the Mekong delta approximately 90 km southeast of Ho Chi Minh City, Vietnam. The soil profile consists of an about 15 to 23 m thick deposit of soft, normally consolidated, highly compressible clay deposited on dense to compact sand. A soil improvement scheme was instigated aiming to reduce long-term settlement after construction of the facilities and improve the stability of the river bank. The scheme combined wick drains and, along the river bank, soil cement columns and toe revetments. The wick drains were installed …
Landslide At Railway Project Site In Weak Murree Formation — Case Study,
2013
Indian Railway Service of Engineers (IRSE), India
Landslide At Railway Project Site In Weak Murree Formation — Case Study, Kamal Dev Ralh, Ansh Deep Ralh
International Conference on Case Histories in Geotechnical Engineering
Konkan Railway Corporation Ltd. (KRCL) is constructing 71 km Railway Line from Katra to Dharam in Jammu & Kashmir state of India for Indian Railways. This line when constructed up to Quazigund will link the remote areas of Kashmir valley with main network of Indian Railways. This rail link is required for socio-economic development of remote areas. Three executing agencies are handling the entire project. The KRCL stretch is situated in high mountains and deep gorges requiring construction of large number of tunnels and major bridges. Strata along the alignment is fragile and charged with water particularly in tunnels passing …
Landslide Of Tunnel Face By Slip Circle Formation —Case Study,
2013
Indian Railway Service of Engineers (IRSE), India
Landslide Of Tunnel Face By Slip Circle Formation —Case Study, Kamal Dev Ralh, Ansh Deep Ralh
International Conference on Case Histories in Geotechnical Engineering
Konkan Railway Corporation Ltd. (KRCL) has been assigned construction of 71 km Railway Line from Katra to Dharam in Jammu & Kashmir state of India. This line when constructed up to Quazigund will link the Kashmir valley with main Indian Railways network. Indian Railway Construction Co. (IRCON) is assigned the section from Dharam to Quazigund. Railway Line in the valley beyond Quazigund is in operation. The KRCL stretch is situated in high mountains and deep gorges requiring construction of large number of tunnels and major bridges. The strata in most of the tunnels is fragile and charged with water particularly …
Levee Foundation Remediation Using The Deep Mix Method,
2013
TREVIICOS Corp., Charlestown, MA
Levee Foundation Remediation Using The Deep Mix Method, Wesley Schmutzler, Filippo Maria Leoni, Kyle Sansing
International Conference on Case Histories in Geotechnical Engineering
Hurricane Katrina was responsible for hundreds of deaths, billions of dollars of damage, and left the levee system in New Orleans in a state of disrepair. Many levees that make up the Flood Protection system for New Orleans were overtopped and sustained considerable damage. This case history will look at one section of levee in New Orleans East designated LPV (Lake Pontchartrain and Vicinity) -111 that is 5.3 miles in length. LPV-111 was overtopped and breeches occurred adjacent to structures. The United States Army Corps of Engineers (USACE) was tasked to not only repair the levee, but also to raise …
Mitigation Of Seismic Deformation Of Anchored Quay Wall By Compacting,
2013
University of Tehran, Iran
Mitigation Of Seismic Deformation Of Anchored Quay Wall By Compacting, Pooyan Ghasemi, Abbas Ghalandarzadeh, Ashraf Zekri, Mohammad H. Aminfar
International Conference on Case Histories in Geotechnical Engineering
The anchored quay walls or bulkheads are commonly used in coastal areas. Previous studies on the seismic behavior of these quay walls have shown a significant effect of the liquefaction on the performance of the walls. Considerable length of an anchored sheet pile wall in Rajaii port, Iran, has been embedded in liquefiable sand. This study tries to clarify failure mechanism of the wall during earthquake and to identify more effective zone for improvement of the wall stability. Numerical modeling by DIANA software and physical modeling by shake table were presented. Results show that the main reason for extensive deformation …
Numerical Analyses Of Soil Deformations Around Deep Excavations,
2013
Sevencan Architecture Engineering, Turkey
Numerical Analyses Of Soil Deformations Around Deep Excavations, Oktay Sevencan, Kutay Ozaydin, Havvanur Kilic
International Conference on Case Histories in Geotechnical Engineering
In this study, the deep excavation of Cincin Station located along the Bağcılar - Otogar metro line which is currently under construction in Istanbul is modeled numerically. The excavation (depth 32.5 m) of the station is carried out with a surrounding slurry trench diaphragm wall and top-down construction method. The six slabs of the station building and the foundation mat are used as support elements. Lateral soil displacements are measured with inclinometers placed in the wall and nearby soil layers. The results of numerical analysis using soil profile and geotechnical parameters obtained from conventional field and laboratory tests and measured …
Stabilization Of A Failed Highway Slope: A Multi-Phased Approach,
2013
Applied Geotechnical Services, Inc., Livonia, MI
Stabilization Of A Failed Highway Slope: A Multi-Phased Approach, Jeffrey T. Anagnostou, Anthony S. Nestor, Purushottam Deo, Heidi Flateau
International Conference on Case Histories in Geotechnical Engineering
A county road department in Southeastern Michigan was faced with the problem of stabilizing a slope along the Clinton River supporting a heavily trafficked roadway. The roadway and supporting slope had performed satisfactorily for over 50 years. However, a reinforced concrete seawall that had partially supported the slope deteriorated over time, contributing to progressive failure of the slope and resulting damage to the roadway. The site is situated within the glacial lake plain district of Southeastern Michigan. The site geology consists of approximately 7 feet of over-consolidated clays underlain by approximately 17 feet of normally consolidated glacial-lacustrine clays. Below the …
Susceptibility Analysis On Landslide Triggering Factors During The 2008 Wenchuan Earthquake,
2013
Waseda University, Japan
Susceptibility Analysis On Landslide Triggering Factors During The 2008 Wenchuan Earthquake, Deping Guo, Masanori Hamada
International Conference on Case Histories in Geotechnical Engineering
The 2008 Wenchuan earthquake with Mw7.9 induced numerous landslides along the Longmen Mt. zone in Sichuan Province of China. The authors investigated into various influential factors on the slope stability of 119 landslides in Wenchuan County, such as horizontal peak ground acceleration, slope angle, slope height, rock materials and geological structures. The authors developed hanging wall and footwall‟s acceleration attenuation formulae from 115 seismic stations and the formulae confirmed hanging-foot wall effect had notable influence on landslide distribution density and occurrence probability. The results of multivariable analysis clarified that slope height, horizontal peak ground acceleration and geological structures …
The Simplified Kzp6 Method For Tieback Wall Design In Granular And Cohesive Soils,
2013
California State University/ ACI/ Caltrop, Inc., Long Beach, CA
The Simplified Kzp6 Method For Tieback Wall Design In Granular And Cohesive Soils, Kumars Zand-Parsa, Kamran Zand-Parsa
International Conference on Case Histories in Geotechnical Engineering
Tieback retaining walls are using as temporary shoring systems for bridge footings or other structures that need deep excavations. Design and design review process are time consuming, and the possibility of making mistakes encourages us to find a simplified method for designing the tieback walls. Tieback walls with maximum 20m height and with 1 to 4 rows of anchors is considered in this paper. Whole length of the drilled holes will be filled with grout after setting the rods or stressing cables. Sometimes for temporary shoring the rod will be anchored to a concrete block supported by dirt, so there …
Underpinning A Residential Structure On Uncontrolled Fill With Helical Screw-Piles,
2013
University of Massachusetts, Amherst, MA
Underpinning A Residential Structure On Uncontrolled Fill With Helical Screw-Piles, Alan J. Lutenegger
International Conference on Case Histories in Geotechnical Engineering
Underpinning of a private residence using square-shaft helical Screw-Piles is described. A two story wood frame single-family residence constructed in 1996 in a small subdivision started to experience differential settlement not long after construction. The settlement continued for several years, leading to excessive cracking in the basement walls and floor, severe misalignment of doors and windows and cracking of interior walls. It was discovered that the area of the housing development had previously been used as a commercial sand and gravel pit which had subsequently been used as a local dumping area for miscellaneous refuse and which had then been …
Failures And Remediation Of Rock Slope Stability Problems And Remediation At Earthquakes At Part Of Werka Descent Road West Of Saudi Arabia,
2013
King Abdulaziz University, Saudi Arabia
Failures And Remediation Of Rock Slope Stability Problems And Remediation At Earthquakes At Part Of Werka Descent Road West Of Saudi Arabia, Bahaaeldin Sadagah
International Conference on Case Histories in Geotechnical Engineering
Werka descent road lies at western region of Saudi Arabia. It is constructed two years ago harmed due to rainstorm and absence of remedial measures. Werka mountainous road subjected to failures of man-made rock slope faces, and debris flow along both sides of 8-m width road. Intensive geotechnical study includes the RMR and GSI rock masses classifications were applied indicates that the rocks are medium to poor quality. The integrated techniques such as graphical method, modeling, and simulation were utilized to assess rock slope failures and rockfalls by using DIPS, RocFall, RocPlane and Swedge programs, and recommend the remedial measures …
Reconstruction Of A Deteriorating, Tiered, Mse Wall Structure In Connecticut,
2013
Langan, Miami, FL
Reconstruction Of A Deteriorating, Tiered, Mse Wall Structure In Connecticut, Matthew E. Meyer, Christian B. Woods, Neritan Axhushi
International Conference on Case Histories in Geotechnical Engineering
At a retail development site in Southington, Connecticut, a multi-tiered Mechanically Stabilized Earth (MSE) retaining wall system was constructed in the early 1990’s to facilitate development of the site. Specifically, the retaining wall system constructed consisted of a sloped structure with three tiers of MSE wall that was approximately 56-feet tall at its highest point. The MSE walls within the slope were spaced approximately 30 to 40 feet apart horizontally, were between six and nine feet in height, and ranged in length from about 375 feet to 1,325 feet. Overall, grades on the slope ranged from about elevation 225 feet …
Prevention Of Additional Building Settlement Due To Adjacent Construction At St. Francis Hospital And Medical Center In Hartford, Ct,
2013
Simpson Gumpertz & Heger Inc., Waltham, MA
Prevention Of Additional Building Settlement Due To Adjacent Construction At St. Francis Hospital And Medical Center In Hartford, Ct, Giuliana Giuliana, Sean D. Radley, William P. Konicki, Drew Floyd
International Conference on Case Histories in Geotechnical Engineering
During excavation for the foundation of the new John T. O’Connell North Tower at St. Francis Hospital and Medical Center (SFHMC), in Hartford, Connecticut in 2008, Building 3, an immediately-adjacent five-story brick masonry building suddenly settled up to 1.5 in. and moved laterally about 5/8-in., resulting in severe cracking of interior and exterior bearing walls and floor slabs. The excavation was immediately backfilled within 30 feet of Building 3 and all construction activities were stopped until the condition of Building 3, which provided critical laboratory, pharmacy, and administrative support functions to the hospital, was evaluated and the cause of movement …
Deep Excavation On 3 Sides Of A 21 Story Building: Accounts Of A Successful Deep Excavation Project,
2013
Sharif University of Technology, Iran
Deep Excavation On 3 Sides Of A 21 Story Building: Accounts Of A Successful Deep Excavation Project, S. Mohsen Haeri, Mohammadhasan Sasar, Kioumars Afshari
International Conference on Case Histories in Geotechnical Engineering
TOOBA deep excavation project was conducted in a densely developed area in the North West of Tehran, capital of Iran, to provide space for 4 basement levels for multiple buildings around the already functional TOOBA tower. TOOBA tower is located in the northern leg of the excavation boundary in a way that the northern side of the building abuts the excavation edge. Hence, this project involved excavation on 3 sides of the roughly rectangular plan of TOOBA tower to the depth of 16.5 meters below its foundation level. The necessity for constraining the deformations of the tower commended the construction …
3d Fem Modelling Of A Deep Excavation Case Considering Small-Strain Stiffness Of Soil And Thermal Shrinkage Of Concrete,
2013
University Of Oxford, United Kingdom
3d Fem Modelling Of A Deep Excavation Case Considering Small-Strain Stiffness Of Soil And Thermal Shrinkage Of Concrete, Yuepeng Dong, Harvey Burd, Guy Houlsby, Zhonghua Xu
International Conference on Case Histories in Geotechnical Engineering
A typical top-down deep excavation project in Shanghai was carefully monitored during the construction process. This case history was back-analysed with a complex 3D FEM numerical model in ABAQUS to investigate the influence of different modelling procedures. The model considered the detailed construction procedures and structural information. The calculations included the small-strain stiffness of the soil and thermal shrinkage of the concrete beams and slabs. The small-strain stiffness is modelled with a multi-surface soil model developed at Oxford which has been implemented into ABAQUS. The diaphragm wall was modelled as an anisotropic linear elastic material to represent the effect of …
Backward Erosion Piping Model Verification Using Cases In China And The Netherlands,
2013
Deltares / Delft University of Technology, The Netherlands
Backward Erosion Piping Model Verification Using Cases In China And The Netherlands, V. M. Van Beek, Q. L. Yao, M. A. Van
International Conference on Case Histories in Geotechnical Engineering
Backward erosion piping, the process of shallow pipe development in the sandy foundation of levees, is a threat to the safety of levees in countries like China and the Netherlands. Several models are available to predict the required critical head for this phenomenon, i.e. Bligh’s model and Sellmeijer’s model. Well-documented breach cases, which unfortunately are rare, give the opportunity to verify the applicability of prediction models. In this paper two piping cases in China and one piping case in the Netherlands have been described and analyzed in order to compare the outcome of prediction models with this actual data. It …
Geotechnical Characterization Of The Flood Plain Embankments Of The Serchio River (Tuscany, Italy),
2013
University of Pisa, Italy
Geotechnical Characterization Of The Flood Plain Embankments Of The Serchio River (Tuscany, Italy), Barbara Cosanti, Nunziante Squeglia, Diego C. F. Lo Presti
International Conference on Case Histories in Geotechnical Engineering
The flood plain embankments of the Serchio river have been constructed since the XVIII century and construction details are not known. These embankments have experienced failures several times during their life (last in December 2009). After the last event a detailed geotechnical investigation has been carried out. This paper discusses the necessary criteria for a cost – effective campaign considering the total length of the embankments (30 km) and the requested level of detail. In fact levee failure, although it is of limited extension, causes the achievement of the ultimate limit state of the entire embankment system. The campaign, in …
